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COESR PTY LTD
CAPE OTWAY ROAD & CONNIES LANE
MODEWARRE
Report No: 118578/Rev
Date: 28th November 2017
GEOTECHNICAL INVESTIGATION
By
A.S. JAMES PTY LIMITED 15 Libbett Avenue, Clayton South Vic.
3169 Tel: 613 9547 4811 Fax: 613 9547 5393 E-mail:
[email protected]
THIS REPORT SHALL ONLY BE REPRODUCED IN FULL
X:\ARJ\Residential\118578, 1300 Cape Otway Road,
MODEWARRE\118578 Rev\118578 Rev, 1300 Cape Otway Road, MODEWARRE
Report.docx
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Managing Director: T.J. Holt BEng MIEAust CPEng EC-1022
A.S.JAMES A.C.N. 004 584 534 A.B.N. 40 004 584 534 Geotechnical
Engineers SINCE 1963
PTY LTD
15 Libbett Avenue Clayton South Vic 3169 Tel: (613) 9547 4811
Fax: (613) 9547 5393 E-mail: [email protected]
1. INTRODUCTION
1.01 Investigation Requested By: The geotechnical investigation
was commissioned by COESR Pty
Ltd via correspondence dated 27th September 2017.
1.02 Purpose of the Investigation: As part of the proposed CORA
development, it is proposed to
undertake the following works:-
• A series new light weight structures, typical of such
developments
• The construction of new pavements and car park areas
• The construction of sporting type facilities
At the time of preparing this report the details of the proposed
development were not known. It
has therefore been assumed for the purpose of this report that
no unusual loads or performance
specifications apply.
Due to prolonged rainfall preceding the investigation, the soils
underlining the site were saturated,
as such Permeability testing was unable to be completed.
.
1.03 Geology: The 1:63,360 Series Geological Survey of Victoria,
Anglesea Sheet, indicates the
subject site to be underlain by both river alluvium, comprising
of sand, silt, clay, lake and swamp
deposits, as well as Moorabool Viaduct deposits comprising of
Quartz sand and sandy clay.
1.04 Field Methods: As part of the geotechnical investigation
the following field methods were
incorporated:
i) Auger Drilling: All boreholes were drilled using a truck
mounted rotary drilling rig
equipped with continuous flight 110 millimeter diameter augers
fitted with a tungsten
carbide drill bit. Boreholes 13 and 14 were drilled using a hand
auger.
ii) Test Pit Excavation: Where access was not possible for a
drilling rig, due to the soft
ground conditions, boreholes were substituted for test pits
which were dug using a 7.5
tonne excavator equipped with a 600mm wide general purpose
bucket.
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Cape Otway Road & Connies Lane, Modewarre Ref:
118578/Rev
2
iii) In-situ Vane Shear Strength Testing: In-situ vane shear
strength testing was carried out
within the cohesive soils at shallow depths using a Pilcon hand
vane tester. All in-situ vane
shear strength tests were conducted in accordance with the test
procedure outlined in
Australian Standard 1289, "Methods of Testing Soils for
Engineering Purposes."
iv) Standard Penetration Testing: Standard penetration testing
was conducted at regular
intervals within the boreholes in accordance with the test
procedure outlined in Australian
Standard 1289, "Methods of Testing Soils For Engineering
Purposes," Test Method 6.3.1 –
1993.
v) Dynamic Cone Penetrometer Testing: Dynamic cone penetrometer
testing was
conducted adjacent to boreholes in accordance with the test
procedure outlined in
Australian Standard 1289, “Methods of Testing Soils For
Engineering Purposes,” Test
Method 6.3.2.
vi) Logging of Soil Profiles: The soil profile encountered in
the borehole was logged in
accordance with Australian Standard AS 1726 - 1993,
"Geotechnical Site Investigations”.
1.05 Laboratory Test Methods: All soil samples were transferred
to A.S. James’ National
Association of Testing Authorities (NATA) registered Clayton
South laboratory, where
mechanical testing was undertaken by a team of trained
laboratory technicians. All laboratory
testing was performed in strict accordance with the test methods
outlined in Australian Standard
AS 1289, “Method of Testing Soils for Engineering Purposes.”
AS 1289 Test Method
• Determination of California Bearing Ratio 6.1.1
2. RESULTS
2.1.1 Borehole Drilling: Fifteen (14) boreholes and test pits
were excavated at the approximate
locations indicated on Figure 1. Logs of the boreholes and test
pits are given on Figures 2 – 15.
2.1.2 Dynamic Cone Penetrometer Testing: Dynamic cone
penetrometer testing was carried out
within boreholes 13 and 14, with the results provided within the
attached figures 16 and 17.
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3
2.1.3 Sub-Surface Soil Profile: The lower areas of the site
being river alluvium comprised generally of
shallow surface silts, underlain by soft silty clays. These
extended to the depth of termination in
the boreholes and test pits. The higher elevations consisted of
a deeper surface silt / sand profile,
underlain by generally firm to stiff clays, interbedded with
medium dense clayey sands. Due to
the varying profile encountered across the site, close
examination of the borelogs is
recommended.
2.1.4 Ground Water: No permanent free ground water was
encountered at the time of the site
investigation. It should be noted, however, that following
prolonged periods of rainfall the surface
fill and shallow silts may be susceptible to moisture ingress,
thereby significantly reducing the
workability and strength of both the surface soils and the
underlying clays at shallow depths.
2.1.5 Laboratory Testing: The results of the laboratory testing
are provided within the attached
Appendix A.
3. DISCUSSION & RECOMMENDATIONS
3.1.1 Proposed Structures: Given the reactive nature of the
soils underlying the subject site and the
abnormal moisture conditions associated with the low lying areas
of the site, the following
foundation arrangements are recommended.
3.1.2 Grid of Pad and Strip Footings: The use of pad and strip
footings may be considered for
proposed structures, although it should be noted that
differential settlements between isolated
footing elements can potentially be a problem in some instances
where adjacent footings are
subjected to extremes in loading conditions or variable
founding. As such it is recommended that
all pad and strip footings be founded well into the underlying
stiff clays or medium dense sands.
Note that pad and strip footings should only be adopted within a
“bound” grid footing system.
For a grid of pad and strip footings founded on stiff clay or
medium dense sand subject to a
minimum depth of 1.0 metre below existing surface level, the
following maximum bearing
pressures should be adopted for footing design.
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4
Pad Footings - 150 kPa
Strip Footings - 125 kPa
Note: Grid of pad and strip footings will not be suitable for
footings founded in the vicinity of the low
lying areas where soft clays are encountered or within 1.0 times
the mature height of any adjacent
trees. In this instance fully suspended construction is
preferred.
3.1.3 Proportioning of Strip Footings: Strip footings should be
proportioned with minimum basic
dimensions and reinforcement corresponding to the details given
for a class “H2” classification, as
outlined in AS 2870-2011. It is emphasised that this is provided
as a guide only, in that design
will be based on engineering principles. Fully suspended
construction should be used with this
approach where additional fill is placed or abnormal moisture
conditions exist.
3.1.4 Stiffened Raft Slab Construction: Stiffened raft slab
construction may be considered also and
should be preferred. Edge beams and internal load bearing ribs
for a raft slab should be founded
on firm to stiff silty clay or medium dense sand at the base of
any loose fill or silt, subject to a
minimum depth of 0.5 metres below the finished ground surface
and designed on a maximum
bearing pressure of 100kPa.
Internal, non-load bearing stiffening ribs, on the other hand,
subject to a maximum bearing
pressure of 50kPa, may be founded on medium dense fill, firm to
stiff silty clay or medium dense
sand, subject to a minimum founding depth of 0.2 metres below
finished ground surface level. The
actual founding depth will, however, depend to a significant
degree on site conditions and the
time of year in which construction is carried out.
3.1.5 Minimum Dimensions and Reinforcement for a Raft Slab: Raft
slab proportioning and the
minimum basic dimensions and reinforcement should correspond to
the details given for the Class
"H2” stiffened raft slab arrangement as outlined in Australian
Standard AS 2870 - 2011
"Residential Slabs and Footings - Construction". Again it is
emphasised, however, that this is
intended as a guide and not as a classification, in that design
should be based on engineering
principles.
Again, design should take into account the presence of trees or
abnormal moisture conditions,
with fully suspended construction preferred.
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3.1.6 Maximum Depth of Fill Beneath Raft Slab Panels: A total
depth of up to 400mm of cohesive
fill or 800 millimetres of granular fill is permissible beneath
the panels of a proposed raft slab,
provided that it has been placed under controlled conditions and
compacted in maximum 150
millimetres layers using appropriate compaction equipment. In
areas of the any raft slab where
the maximum allowable depth of fill is exceeded, it will be
necessary to deepen all edge and
internal beams to the underlying firm to stiff silty clay and
design the slab panels as fully
suspended elements. This appears necessary over at least a
portion of the site.
3.1.7 Raft Slab Subgrade Preparation: Adequate site preparation
is considered to be essential to the
performance of a stiffened raft slab. Such preparation should
consist of stripping all organic
matter and proof rolling the site, ensuring that any localised
soft or spongy areas are removed and
made good with clean granular fill compacted to a dry density
not less than that of the
surrounding acceptable material.
If work is carried out during late winter or spring, or
following prolonged rain periods it is quite
possible that the raft slab subgrade may exist at a condition
significantly wet of optimum moisture
content. Under these conditions it is not possible to proof roll
the subgrade and it will be
necessary to review the situation.
3.1.8 Bored Piers: Where soft clays exist, the proposed
structures could be founded on bored piers.
Piers should be founded within stiff clays or medium dense
sands, adopting a maximum allowable
end bearing pressure of 200 kPa. Subject to the sides of the
excavation being free of any smearing, a
skin friction of 20 kPa may be adopted below a depth of 2.0
metres.
Deepening beyond the minimum is indicated across much of the
site, with a suitable founding depth
yet to be determined in the vicinity of the existing lakes.
3.1.9 Landscaping Structures: Light, flexible structures,
typical of landscaping or playground structures
should be founded in firm-stiff clay, subject to the recognition
of the need for re-levelling and
maintenance. A maximum bearing pressure of 100kPa can be
assumed. This should only be adopted
where ongoing seasonal movements are acceptable.
3.1.10 Earthquake Loading: In accordance with Australian
Standard 1170.4-2007, Part 4, "Earthquake
Actions in Australia”, site sub-soil class of – Ce – Shallow
Soil site and Hazard Factor (Z) of 0.10
should be adopted for the design of the proposed structures at
the subject site.
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3.2. EXTERNAL PAVEMENT CONSTRUCTION AND SITE EARTHWORKS
3.2.1 Flexible and Rigid Pavements: The use of pavements
constructed on an adequately prepared
clay or clayey sand subgrade may be considered. Any localised
areas of clay which comprise
predominantly silt should be excavated and replaced with clean
compactable fill.
From an overall assessment of the field conditions, in
conjunction with experience of similar
conditions in the area, flexible pavements constructed on
adequately prepared subgrade, which
has been moisture conditioned to within 85 – 115% of the
standard optimum moisture content and
compacted to a minimum 98% of the maximum density ratio
determined by the Standard
compaction test in accordance with current Australian Standard
1289, may be designed using a
CBR value of 2.5%.
Rigid pavements constructed on a similar subgrade may be
designed using a Modulus of Subgrade
reaction value of 22kPa/mm. Alternatively, rigid pavements may
be designed in accordance with
the Cement and Concrete Association of Australia, 1997,
"Industrial Pavements - Guidelines for
Design, Construction and Specification" using long and short
term Young's Moduli of 12 and 18
MPa respectively.
It should be pointed out, however, that the pavement design
parameters recommended above are
given subject to the subgrade preparation outlined in Clauses
3.2.2, 3.2.3 and 3.2.4 being carried
out, in addition to adequate subgrade drainage control, as
outlined in Clause 3.2.5.
Based on the VicRoads RC 500.22 Guidelines, a subgrade with a
swell above 2.5% should be
provided with a minimum cover requirement when considering
flexible pavements. Given the
highly reactive clays at the subject site and in general area
the swell at the subject site would
generally be above 2.5% and therefore, the minimum cover
requirement should be considered and
it may govern the design of flexible pavements.
3.2.2 Subgrade Preparation: Preparation of pavement subgrades
should consist of stripping to grade,
compacting the existing subgrade material with appropriate
compactive equipment to a dry
density not less than 98% of the maximum density ratio
determined by the Standard compaction
test in accordance with current Australian Standard 1289.
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7
The moisture content of the subgrade should be within 85-115% of
the Standard optimum
moisture content at the time of compaction.
Upon the completion of compaction the subgrade should be
thoroughly proof rolled with an
appropriate roller, ensuring that any localised soft or spongy
areas are removed and made good with
clean granular filling, which should be compacted to a minimum
density ratio of 98% Standard.
If work is carried out following prolonged rain periods, it is
quite possible that the subgrade may
exist in a condition wet of optimum moisture content. Under such
conditions it is not possible to
proof roll the subgrade and it will be necessary to review the
situation at the time of construction.
The effects of movements on any proposed rigid pavements can be
minimised by incorporation of
positive load transfer devices such as dowels.
3.2.3 Subgrade Moisture Control During Construction: It should
be appreciated that the long term
performance of the proposed pavements on prepared clay subgrade,
significantly depends on the
subgrade moisture conditions at the time of construction. If the
subgrade is significantly wet of
the standard optimum moisture content at the time of
construction then there is the risk of some
subsequent shrinkage occurring as the clay dries out. On the
other extreme if the subgrade is
significantly dry of the standard optimum moisture content at
the time of construction, there could
be a risk of some resulting heave as the clays wet up. The
moisture content of the subgrade
should therefore be adjusted to within 85 - 115% of the Standard
optimum moisture content.
3.2.4 Long Term Subgrade Moisture Control: It is considered
essential for the long term
performance of any proposed pavements at the site under
consideration that both an effective
surface and perimeter cut-off drainage system be provided and
maintained to reduce the risk of
lateral moisture migration in the pavement subgrade.
3.2.5 Earthworks: It is pointed out that reactive clays are
notoriously difficult to work as fill and if not
compacted at or very close to the optimum moisture content, can
exhibit measurable volume
change with time.
Any structural fill proposed on the site should essentially be
of a granular nature. Suitable
material types are considered to include nondescript crushed
rock, ripped siltstone or equivalent.
All fill material should have a nominal particle size of 75
millimetres or less and if required a
guide for selecting an appropriate material would be as
follows:
• Plasticity Index X Percentage Passing 0.425 millimetre (AS
Sieve) less than or equal to 600
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Structural fill should be compacted in layers not greater than
200 millimetres when loose and
should be compacted to a dry density not less than 98% of the
maximum density ratio determined
by the Standard Compaction Test in accordance with current
Australian Standard AS 1289 using
an appropriate medium to heavy weight vibrating roller.
During compaction, the fill material should have moisture
content within the range 85% to 115%
of the optimum moisture content as determined by the Standard
Compaction Test in accordance
with current Australian Standard AS 1289.
It should also be noted that to provide protection to the
underlying subgrade material, particularly
at the edge detail, pavements edges should be turned down to act
as a moisture barrier and
preserve the performance of the subgrade material. Edge turn
down should extend to a minimum
depth of 0.6 metres.
3.2.6 Earthworks beneath Buildings: Fill placed beneath
buildings should be compacted to a
minimum 98% Australian Standard Compaction at a moisture content
of 85-115% of Optimum
Moisture Content.
3.3. CONSTRUCTION AND MAINTENANCE OF FOOTING SYSTEMS
3.3.1 Articulation of Masonry Walls: Masonry walls should be
adequately articulated in accordance
with the recommendations outlined by the Cement and Concrete
Association of Australia in
Technical Note 61, "Articulated Walling."
Articulation spacings should not exceed the spacing recommended
in Table 1 of Technical Note
61, unless structural design of the structure is able to
accommodate increased spacings.
Articulation joints should also be provided at the transition
points where more than one footing
type is being used.
An adequate articulation joint may comprise of either a full
height opening or a full height vertical
joint in the brickwork, extending from the footing up to the
roofline. A combination of the two is
also considered to be adequate.
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3.3.2 Site Drainage: Water should not be permitted to pond in
footing excavations for any length of
time.
It is essential that no water be allowed to pond against
footings once they have been constructed.
The ground adjacent to the footings should be graded as soon as
footing construction has been
completed so as to provide a grade of at least 1 in 20 over the
first 2.0 metres. Alternatively, all
water run-off should be collected and permanently channelled
away from the structure.
Service trench excavations located adjacent to footings should
be avoided. However, where this
cannot be avoided the service trench excavations should be
backfilled in such a manner so as to
prevent water from seeping beneath the footings.
3.3.3 Backfilling of Services Trenches: All underground services
trenches located beneath any floor
slabs and pavements at the subject site must be backfilled with
a suitable low permeability fill to
ensure that seepage water is not able to track along the service
trenches, thereby potentially
causing heave related damage to the floor slabs and
pavements.
3.3.4 Planting of Trees and Shrubs or Pre-existing Trees: Unless
specific design of the proposed
footings are carried out to allow for drying effects of any
trees and shrubs, these should not be
planted or permitted to remain closer than 1.0 times their
mature height to any footings. The
following alternatives are available:
• Deepen all footings located within 1.0 times the mature height
of any tree to a minimum
founding depth of 2.0 metres.
• Construct a suitable moisture barrier between the proposed
footings and the offending tree.
The moisture barrier should extend to a depth of at least 2.0
metres. In addition the moisture
barrier should extend a distance equivalent to the mature height
of the tree in either direction.
3.3.5 Inspection of Footing Excavations: All footing excavations
must be examined to ensure that the
required founding soil has been exposed. Any unusual features
must be reported to this office
immediately in order to ensure that the recommendations outlined
in this report remain relevant.
3.3.6 General: The Modulus of Subgrade reactions specified
throughout the report are referred to as
the K(0.3) value in most literature on the subject. As such,
they are directly relevant where point
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loads are critical, but otherwise will require amendment
depending on the value of the loading and
geometry of the structural element involved.
Conditions may change with the seasons. In particular, the
surface fill and silt underlying the site
at shallow depths may become saturated and unworkable following
prolonged periods of rainfall.
The above recommendations are based on the bore and test
results, together with experience of
similar conditions, and are expected to be typical of the area
or areas being considered.
Nevertheless, all excavations should be carefully examined and
any unusual feature reported to us
in order to determine whether any changes might be
advisable.
Under no circumstance shall this report be reproduced unless in
full.
ALAN R. JOHNSON B.Eng. Civil (Hons) Reviewed by:
MIEAust CPEng NER RPEQ T.J. HOLT MIEAust CPEng EC-1022
A.S. JAMES PTY LTD A.S. JAMES PTY LTD
X:\ARJ\Residential\118578, 1300 Cape Otway Road,
MODEWARRE\118578 Rev\118578 Rev, 1300 Cape Otway Road, MODEWARRE
Report.docx
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LEGEND CHECKED:
DRAWN:
T. Holt
A. Johnson
APPROXIMATE BOREHOLE LOCATIONS
SOURCE: Nearmap Figure 1
JOB: 1300 Cape Otway Road
MODEWARRE
JOB No: 118578 DATE: Nov. '17
Geotechnical Engineers
A.S. JAMES PTY LTD
A4
A.S James does not warrant the accuracy or completeness of the
information displayed within this figure and any person using it
does so at thier own risk. A.S James shall bear no
responsibility or liability of any errors , faults, defects or
omissions in information. The above is for indicative purposes only
& is not to scale.
Location of Boreholes
BH1
BH3
BH2
BH4 BH5
BH6
BH8
BH7
BH9BH10
BH11
BH12
CBR1
CBR2CBR3 CBR4
BH14
BH13
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A.S.JAMES PTY. LTD. Location: Borehole: Geotechnical Engineers
MODEWARRE
Job No.
Soil Type Description Tests Results
SILT Grey, sandy including clay 0.00 .. to soft ground
conditions
Moist 0.10 .
Loose to medium dense 0.20 .
0.30 .
0.40 .
0.50 .. s 20 kPa
0.60 .
CLAY Grey mottled orange CH 0.70 .
Including silt, trace sand 0.80 .
Moist 0.90 .
Soft 1.00 .. s 30 kPa
1.10 .
1.20 .
1.30 .
1.40 .
1.50 .. s 32 kPa
1.60 .
1.70 .
1.80 .
1.90 .
END OF TEST PIT 2.00 ..
2.10 .
2.20 .
2.30 .
2.40 .
2.50 ..
2.60 .
2.70 .
2.80 .
2.90 .
3.00 ..
3.10 .
3.20 .
3.30 .
3.40 .
3.50 ..
3.60 .
3.70 .
3.80 .
3.90 .
4.00 ..
4.10 .
4.20 .
4.30 .
4.40 .
4.50 ..
4.60 .
4.70 .
4.80 .
4.90 .
5.00 ..
+ Standard Penetration Test - N blows/150mm. incr. c Apparent
Cohesion L.L. Liquid Limit
I Undisturbed Sample - Diameter Stated Ø Friction Angle P.L.
Plastic Limit
s Vane Shear Strength P Wet Density P.I. Plasticity Index
p Pocket Penetrometer Resistance w Moisture Content L.S. Linear
Shrinkage
Figure
2
NIL
Note: Substituted borehole for Test Pit due
118578
Ground Water:
Depth
11300 Cape Otway Road
Nov. '17Date:
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A.S.JAMES PTY. LTD. Location: 1300 Cape Otway Road Borehole:
Geotechnical Engineers MODEWARRE
Job No. Date: Nov. '17
Ground Water:
Soil Type Description Depth
SILT Grey 0.00 .. to soft ground conditions
Clayey 0.10 .
Moist, loose to medium dense 0.20 .
0.30 .
0.40 .
0.50 .. s 30 kPa
0.60 .
0.70 .
CLAY Grey, tending orange mottled grey CH 0.80 .
from 0.8m 0.90 .
Including silt 1.00 .. s 40 kPa
Moist 1.10 .
Soft 1.20 .
1.30 .
1.40 .
1.50 .. s 48 kPa
1.60 .
1.70 .
1.80 .
1.90 .
END OF TEST PIT 2.00 ..
2.10 .
2.20 .
2.30 .
2.40 .
2.50 ..
2.60 .
2.70 .
2.80 .
2.90 .
3.00 ..
3.10 .
3.20 .
3.30 .
3.40 .
3.50 ..
3.60 .
3.70 .
3.80 .
3.90 .
4.00 ..
4.10 .
4.20 .
4.30 .
4.40 .
4.50 ..
4.60 .
4.70 .
4.80 .
4.90 .
5.00 ..
+ Standard Penetration Test - N blows/150mm. incr. c Apparent
Cohesion L.L. Liquid Limit
I Undisturbed Sample - Diameter Stated Ø Friction Angle P.L.
Plastic Limit
s Vane Shear Strength P Wet Density P.I. Plasticity Index
p Pocket Penetrometer Resistance w Moisture Content L.S. Linear
Shrinkage
118578
3
Figure
NIL
Note: Substituted borehole for Test Pit due
2
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A.S.JAMES PTY. LTD. Location: 1300 Cape Otway Road Borehole:
Geotechnical Engineers MODEWARRE
Job No. Date: Nov. '17
Ground Water:
Soil Type Description Depth Tests Results
SILT Grey, clayey 0.00 .. to soft ground conditions
Moist, loose to medium dense 0.10 .
0.20 .
0.30 .
0.40 .
0.50 .. s 20 kPa
CLAY Grey, mottled orange from 1.0m CH 0.60 .
Including silt 0.70 .
Moist 0.80 .
Soft 0.90 .
1.00 .. s 40 kPa
1.10 .
1.20 .
1.30 .
1.40 .
END OF TEST PIT 1.50 .. s 42 kPa
1.60 .
1.70 .
1.80 .
1.90 .
2.00 ..
2.10 .
2.20 .
2.30 .
2.40 .
2.50 ..
2.60 .
2.70 .
2.80 .
2.90 .
3.00 ..
3.10 .
3.20 .
3.30 .
3.40 .
3.50 ..
3.60 .
3.70 .
3.80 .
3.90 .
4.00 ..
4.10 .
4.20 .
4.30 .
4.40 .
4.50 ..
4.60 .
4.70 .
4.80 .
4.90 .
5.00 ..
+ Standard Penetration Test - N blows/150mm. incr. c Apparent
Cohesion L.L. Liquid Limit
I Undisturbed Sample - Diameter Stated Ø Friction Angle P.L.
Plastic Limit
s Vane Shear Strength P Wet Density P.I. Plasticity Index
p Pocket Penetrometer Resistance w Moisture Content L.S. Linear
Shrinkage
118578
NIL
Note: Substituted borehole for Test Pit due
Figure
4
3
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A.S.JAMES PTY. LTD. Location: 1300 Cape Otway Road Borehole:
Geotechnical Engineers MODEWARRE
Job No. Date: Nov. '17
Ground Water:
Soil Type Description Tests Results
SILT Grey 0.00 .. to soft ground conditions
Very clayey, sandy 0.10 .
Moist 0.20 .
Medium dense 0.30 .
0.40 .
0.50 .. s 50 kPa
0.60 .
CLAY Grey tending orange with depth CH 0.70 .
Silty, sandy 0.80 .
Moist 0.90 .
Firm to stiff 1.00 .. s 62 kPa
1.10 .
1.20 .
1.30 .
1.40 .
1.50 .. s 72 kPa
1.60 .
1.70 .
1.80 .
1.90 .
2.00 ..
SAND Orange SC 2.10 .
Very clayey 2.20 .
Coarse graded 2.30 .
Moist 2.40 .
Medium dense 2.50 ..
END OF TEST PIT 2.60 .
2.70 .
2.80 .
2.90 .
3.00 ..
3.10 .
3.20 .
3.30 .
3.40 .
3.50 ..
3.60 .
3.70 .
3.80 .
3.90 .
4.00 ..
4.10 .
4.20 .
4.30 .
4.40 .
4.50 ..
4.60 .
4.70 .
4.80 .
4.90 .
5.00 ..
+ Standard Penetration Test - N blows/150mm. incr. c Apparent
Cohesion L.L. Liquid Limit
I Undisturbed Sample - Diameter Stated Ø Friction Angle P.L.
Plastic Limit
s Vane Shear Strength P Wet Density P.I. Plasticity Index
p Pocket Penetrometer Resistance w Moisture Content L.S. Linear
Shrinkage
Note: Substituted borehole for Test Pit due
Depth
5
NIL
118578
Figure
4
-
A.S.JAMES PTY. LTD. Location: 1300 Cape Otway Road Borehole:
Geotechnical Engineers MODEWARRE
Job No. Date: Nov. '17
Ground Water:
Soil Type Description Tests Results
SILT Grey, including sand and clay 0.00 ..
Moist 0.10 .
Medium dense 0.20 .
0.30 .
0.40 .
CLAY Dark grey brown mottled orange CH 0.50 .. s 72 kPa
Tending pale grey with depth 0.60 .
Including sand, silt 0.70 .
Moist 0.80 .
Stiff to very stiff 0.90 .
1.00 .. s 128 kPa
1.10 .
1.20 .
SAND Grey mottled orange SC 1.30 .
Very clayey, including silt 1.40 .
Moist, medium dense 1.50 ..
END OF BOREHOLE 1.60 .
1.70 .
1.80 .
1.90 .
2.00 ..
2.10 .
2.20 .
2.30 .
2.40 .
2.50 ..
2.60 .
2.70 .
2.80 .
2.90 .
3.00 ..
3.10 .
3.20 .
3.30 .
3.40 .
3.50 ..
3.60 .
3.70 .
3.80 .
3.90 .
4.00 ..
4.10 .
4.20 .
4.30 .
4.40 .
4.50 ..
4.60 .
4.70 .
4.80 .
4.90 .
5.00 ..
+ Standard Penetration Test - N blows/150mm. incr. c Apparent
Cohesion L.L. Liquid Limit
I Undisturbed Sample - Diameter Stated Ø Friction Angle P.L.
Plastic Limit
s Vane Shear Strength P Wet Density P.I. Plasticity Index
p Pocket Penetrometer Resistance w Moisture Content L.S. Linear
Shrinkage
118578
NIL
6
Figure
Depth
5
-
A.S.JAMES PTY. LTD. Location: 1300 Cape Otway Road Borehole:
Geotechnical Engineers MODEWARRE
Job No. Date: Nov. '17
NIL
Soil Type Description Tests Results
SAND Grey, silty SM 0.00 ..
Moist 0.10 .
Loose to medium dense 0.20 .
0.30 .
CLAY Grey mottled orange CH 0.40 .
Very sandy, including silt 0.50 .. s 62 kPa
Moist 0.60 .
Firm to stiff 0.70 .
0.80 .
SAND Grey SC 0.90 .
Very clayey, silty 1.00 .. s 52 kPa
Moist 1.10 .
Medium dense 1.20 .
1.30 .
1.40 .
END OF BOREHOLE 1.50 .. s 40 kPa
1.60 .
1.70 .
1.80 .
1.90 .
2.00 ..
2.10 .
2.20 .
2.30 .
2.40 .
2.50 ..
2.60 .
2.70 .
2.80 .
2.90 .
3.00 ..
3.10 .
3.20 .
3.30 .
3.40 .
3.50 ..
3.60 .
3.70 .
3.80 .
3.90 .
4.00 ..
4.10 .
4.20 .
4.30 .
4.40 .
4.50 ..
4.60 .
4.70 .
4.80 .
4.90 .
5.00 ..
+ Standard Penetration Test - N blows/150mm. incr. c Apparent
Cohesion L.L. Liquid Limit
I Undisturbed Sample - Diameter Stated Ø Friction Angle P.L.
Plastic Limit
s Vane Shear Strength P Wet Density P.I. Plasticity Index
p Pocket Penetrometer Resistance w Moisture Content L.S. Linear
Shrinkage
Ground Water:
118578
Depth
7
Figure
6
-
A.S.JAMES PTY. LTD. Location: 1300 Cape Otway Road Borehole:
Geotechnical Engineers MODEWARRE
Job No. Date: Nov. '17
Soil Type Description Tests Results
0.00 ..
SILT Brown MH / ML 0.10 .
Sandy 0.20 .
Moist 0.30 .
Loose to medium dense 0.40 .
0.50 .. s 72 kPa
0.60 .
0.70 .
CLAY Grey mottled orange CH 0.80 .
Sandy, including silt 0.90 .
Moist 1.00 .. s 102 kPa
Stiff, tending very stiff with depth 1.10 .
1.20 .
1.30 .
1.40 .
1.50 .. s > 140 kPa
1.60 .
1.70 .
1.80 .
1.90 .
2.00 ..
2.10 .
2.20 .
2.30 .
SAND Grey, trace orange mottling SC 2.40 .
Very clayey 2.50 ..
Moist 2.60 .
Medium dense 2.70 .
2.80 .
2.90 .
3.00 .. + N = 4 / 7 / 9
3.10 . N = 16
3.20 .
3.30 .
3.40 .
3.50 ..
CLAY Grey CH 3.60 .
Very sandy 3.70 .
Moist 3.80 .
Firm to stiff 3.90 .
END OF BOREHOLE 4.00 ..
4.10 .
4.20 .
4.30 .
4.40 .
4.50 ..
4.60 .
4.70 .
4.80 .
4.90 .
5.00 ..
+ Standard Penetration Test - N blows/150mm. incr. c Apparent
Cohesion L.L. Liquid Limit
I Undisturbed Sample - Diameter Stated Ø Friction Angle P.L.
Plastic Limit
s Vane Shear Strength P Wet Density P.I. Plasticity Index
p Pocket Penetrometer Resistance w Moisture Content L.S. Linear
Shrinkage
Ground Water:
118578
Figure
Depth
NIL
8
7
-
A.S.JAMES PTY. LTD. Location: 1300 Cape Otway Road Borehole:
Geotechnical Engineers MODEWARRE
Job No. Date: Nov. '17
Ground Water: NIL
Soil Type Description Tests Results
FILL Gravel 0.00 ..
Orange, sandy 0.10 .
Moist 0.20 .
Medium dense 0.30 .
0.40 .
FILL Clay 0.50 ..
Orange mottled grey and brown 0.60 .
Sandy, including gravels 0.70 .
Moist 0.80 .
Medium dense 0.90 .
1.00 ..
1.10 .
1.20 .
1.30 .
CLAY Orange mottled grey CH 1.40 .
Sandy, moist, stiff 1.50 .. s 98 kPa
END OF BOREHOLE 1.60 .
1.70 .
1.80 .
1.90 .
2.00 ..
2.10 .
2.20 .
2.30 .
2.40 .
2.50 ..
2.60 .
2.70 .
2.80 .
2.90 .
3.00 ..
3.10 .
3.20 .
3.30 .
3.40 .
3.50 ..
3.60 .
3.70 .
3.80 .
3.90 .
4.00 ..
4.10 .
4.20 .
4.30 .
4.40 .
4.50 ..
4.60 .
4.70 .
4.80 .
4.90 .
5.00 ..
+ Standard Penetration Test - N blows/150mm. incr. c Apparent
Cohesion L.L. Liquid Limit
I Undisturbed Sample - Diameter Stated Ø Friction Angle P.L.
Plastic Limit
s Vane Shear Strength P Wet Density P.I. Plasticity Index
p Pocket Penetrometer Resistance w Moisture Content L.S. Linear
Shrinkage
Figure
9
Depth
118578
8
-
A.S.JAMES PTY. LTD. Location: 1300 Cape Otway Road Borehole:
Geotechnical Engineers MODEWARRE
Job No. Date: Nov. '17
Ground Water: NIL
Soil Type Description Tests Results
0.00 .. to soft ground conditions
SAND Grey, silty SM 0.10 .
Moist 0.20 .
Loose to medium dense 0.30 .
0.40 .
0.50 .. s 62 kPa
0.60 .
CLAY Grey mottled orange CH 0.70 .
Including sand, silt 0.80 .
Moist 0.90 .
Firm to stiff 1.00 .. s 82 kPa
1.10 .
1.20 .
1.30 .
1.40 .
END OF TEST PIT 1.50 .. s 92 kPa
1.60 .
1.70 .
1.80 .
1.90 .
2.00 ..
2.10 .
2.20 .
2.30 .
2.40 .
2.50 ..
2.60 .
2.70 .
2.80 .
2.90 .
3.00 ..
3.10 .
3.20 .
3.30 .
3.40 .
3.50 ..
3.60 .
3.70 .
3.80 .
3.90 .
4.00 ..
4.10 .
4.20 .
4.30 .
4.40 .
4.50 ..
4.60 .
4.70 .
4.80 .
4.90 .
5.00 ..
+ Standard Penetration Test - N blows/150mm. incr. c Apparent
Cohesion L.L. Liquid Limit
I Undisturbed Sample - Diameter Stated Ø Friction Angle P.L.
Plastic Limit
s Vane Shear Strength P Wet Density P.I. Plasticity Index
p Pocket Penetrometer Resistance w Moisture Content L.S. Linear
Shrinkage
Note: Substituted borehole for Test Pit due
9
118578
10
Figure
Depth
-
A.S.JAMES PTY. LTD. Location: 1300 Cape Otway Road Borehole:
Geotechnical Engineers MODEWARRE
Job No. Date: Nov. '17
Ground Water: NIL
Soil Type Description Tests Results
0.00 ..
SILT Grey SM 0.10 .
Very sandy 0.20 .
Moist 0.30 .
Loose to medium dense 0.40 .
0.50 ..
0.60 .
0.70 .
CLAY Grey mottled orange CH 0.80 .
Sandy, including silt 0.90 .
Moist 1.00 .. s 104 kPa
Stiff to very stiff 1.10 .
Including thin sand lenses 1.20 .
1.30 .
1.40 .
1.50 .. s 50 kPa
SAND Grey mottled orange SC 1.60 .
Clayey, moist 1.70 .
Medium dense 1.80 .
1.90 .
2.00 ..
2.10 .
2.20 .
2.30 .
2.40 .
2.50 ..
CLAY Grey mottled orange CH 2.60 .
Sandy 2.70 .
Moist 2.80 .
Stiff to very stiff 2.90 .
3.00 .. + N = 4 / 5 / 5
3.10 . N = 10
3.20 .
3.30 .
3.40 .
3.50 ..
3.60 .
3.70 .
SAND Orange mottled grey SC 3.80 .
Clayey, moist 3.90 .
Medium dense 4.00 ..
END OF BOREHOLE 4.10 .
4.20 .
4.30 .
4.40 .
4.50 ..
4.60 .
4.70 .
4.80 .
4.90 .
5.00 ..
+ Standard Penetration Test - N blows/150mm. incr. c Apparent
Cohesion L.L. Liquid Limit
I Undisturbed Sample - Diameter Stated Ø Friction Angle P.L.
Plastic Limit
s Vane Shear Strength P Wet Density P.I. Plasticity Index
p Pocket Penetrometer Resistance w Moisture Content L.S. Linear
Shrinkage
10
118578
Figure
11
Depth
-
A.S.JAMES PTY. LTD. Location: 1300 Cape Otway Road Borehole:
Geotechnical Engineers MODEWARRE
Job No. Date: Nov. '17
Ground Water: NIL
Soil Type Description Tests Results
0.00 ..
SILT Grey MH / ML 0.10 .
Sandy 0.20 .
Moist 0.30 .
Medium dense 0.40 .
0.50 ..
0.60 .
0.70 .
0.80 .
CLAY Orange mottled grey CH 0.90 .
Including sand, silt 1.00 .. s 100 kPa
Moist 1.10 .
Very stiff 1.20 .
1.30 .
1.40 .
END OF BOREHOLE 1.50 .. s 120 kPa
1.60 .
1.70 .
1.80 .
1.90 .
2.00 ..
2.10 .
2.20 .
2.30 .
2.40 .
2.50 ..
2.60 .
2.70 .
2.80 .
2.90 .
3.00 ..
3.10 .
3.20 .
3.30 .
3.40 .
3.50 ..
3.60 .
3.70 .
3.80 .
3.90 .
4.00 ..
4.10 .
4.20 .
4.30 .
4.40 .
4.50 ..
4.60 .
4.70 .
4.80 .
4.90 .
5.00 ..
+ Standard Penetration Test - N blows/150mm. incr. c Apparent
Cohesion L.L. Liquid Limit
I Undisturbed Sample - Diameter Stated Ø Friction Angle P.L.
Plastic Limit
s Vane Shear Strength P Wet Density P.I. Plasticity Index
p Pocket Penetrometer Resistance w Moisture Content L.S. Linear
Shrinkage
118578
12
Figure
11
Depth
-
A.S.JAMES PTY. LTD. Location: 1300 Cape Otway Road Borehole:
Geotechnical Engineers MODEWARRE
Job No. Date: Nov. '17
Ground Water: NIL
Soil Type Description Tests Results
0.00 ..
SILT Grey ML / MH 0.10 .
Very sandy 0.20 .
Moist 0.30 .
Loose to medium dense 0.40 .
0.50 ..
0.60 .
0.70 .
0.80 .
CLAY Grey CH 0.90 .
Including silt 1.00 .. s 90 kPa
Moist 1.10 .
Stiff 1.20 .
1.30 .
1.40 .
END OF BOREHOLE 1.50 .. s 98 kPa
1.60 .
1.70 .
1.80 .
1.90 .
2.00 ..
2.10 .
2.20 .
2.30 .
2.40 .
2.50 ..
2.60 .
2.70 .
2.80 .
2.90 .
3.00 ..
3.10 .
3.20 .
3.30 .
3.40 .
3.50 ..
3.60 .
3.70 .
3.80 .
3.90 .
4.00 ..
4.10 .
4.20 .
4.30 .
4.40 .
4.50 ..
4.60 .
4.70 .
4.80 .
4.90 .
5.00 ..
+ Standard Penetration Test - N blows/150mm. incr. c Apparent
Cohesion L.L. Liquid Limit
I Undisturbed Sample - Diameter Stated Ø Friction Angle P.L.
Plastic Limit
s Vane Shear Strength P Wet Density P.I. Plasticity Index
p Pocket Penetrometer Resistance w Moisture Content L.S. Linear
Shrinkage
118578
Figure
12
Depth
13
-
A.S.JAMES PTY. LTD. Location: Borehole: Geotechnical Engineers
MODEWARRE
Job No.
Soil Type Description Tests Results
0.00 ..
SILT Grey 0.10 .
Sandy 0.20 .
Moist 0.30 .
Medium dense 0.40 .
0.50 ..
0.60 .
CLAY Grey mottled orange CH 0.70 .
Including silt, sand 0.80 .
Moist 0.90 .
Firm to stiff 1.00 ..
1.10 .
1.20 .
1.30 .
1.40 .
END OF BOREHOLE 1.50 ..
1.60 .
1.70 .
1.80 .
1.90 .
2.00 ..
2.10 .
2.20 .
2.30 .
2.40 .
2.50 ..
2.60 .
2.70 .
2.80 .
2.90 .
3.00 ..
3.10 .
3.20 .
3.30 .
3.40 .
3.50 ..
3.60 .
3.70 .
3.80 .
3.90 .
4.00 ..
4.10 .
4.20 .
4.30 .
4.40 .
4.50 ..
4.60 .
4.70 .
4.80 .
4.90 .
5.00 ..
+ Standard Penetration Test - N blows/150mm. incr. c Apparent
Cohesion L.L. Liquid Limit
I Undisturbed Sample - Diameter Stated Ø Friction Angle P.L.
Plastic Limit
s Vane Shear Strength P Wet Density P.I. Plasticity Index
p Pocket Penetrometer Resistance w Moisture Content L.S. Linear
Shrinkage
131300 Cape Otway Road
Nov. '17Date:
NIL
118578
Ground Water:
Depth
Figure
14
-
A.S.JAMES PTY. LTD. Location: 1300 Cape Otway Road Borehole:
Geotechnical Engineers MODEWARRE
Job No. Date: Nov. '17
Ground Water:
Soil Type Description Depth
0.00 ..
SILT Grey ML / MH 0.10 .
Sandy 0.20 .
Moist, medium dense 0.30 .
0.40 .
0.50 ..
0.60 .
CLAY Grey mottled orange CH 0.70 .
Including silt, sand 0.80 .
Moist 0.90 .
Firm to stiff 1.00 ..
1.10 .
1.20 .
1.30 .
1.40 .
END OF BOREHOLE 1.50 ..
1.60 .
1.70 .
1.80 .
1.90 .
2.00 ..
2.10 .
2.20 .
2.30 .
2.40 .
2.50 ..
2.60 .
2.70 .
2.80 .
2.90 .
3.00 ..
3.10 .
3.20 .
3.30 .
3.40 .
3.50 ..
3.60 .
3.70 .
3.80 .
3.90 .
4.00 ..
4.10 .
4.20 .
4.30 .
4.40 .
4.50 ..
4.60 .
4.70 .
4.80 .
4.90 .
5.00 ..
+ Standard Penetration Test - N blows/150mm. incr. c Apparent
Cohesion L.L. Liquid Limit
I Undisturbed Sample - Diameter Stated Ø Friction Angle P.L.
Plastic Limit
s Vane Shear Strength P Wet Density P.I. Plasticity Index
p Pocket Penetrometer Resistance w Moisture Content L.S. Linear
Shrinkage
14
NIL
Figure
15
118578
-
A.S. JAMESPTY LTD JOB: 1300 Cape Otway Road JOB No.
118578Geotechnical Engineers MODEWARRE
DATE: Nov. '17
DEPTH BELOW GROUND SURFACE AT THE COMMENCEMENT OF PENETRATION:
500mm
DYNAMIC CONE PENETROMETER TEST (AS1289, 6.3.2, 1997) Drawn /
Tested: A. Johnson Figure
325 sq.mm Cone - 9 kg Weight Falling 510 mm Checked: 16
TEST LOCATION: ADJACENT TO BOREHOLE NO. 13 ( REFER TO FIGURE 1
)
0 0.5 1 1.5 2 2.5 3
1.25 - 1.50
1.00 - 1.25
0.75 - 1.00
0.50 - 0.75
0.25 - 0.50
0.00 - 0.25
PENETRATION RESISTANCE (Blows/25mm)
DE
PT
H I
NT
ER
VA
L (
me
tre
s)
-
A.S. JAMESPTY LTD JOB: 1300 Cape Otway Road JOB No.
118578Geotechnical Engineers MODEWARRE
DATE: Nov. '17
DEPTH BELOW GROUND SURFACE AT THE COMMENCEMENT OF PENETRATION:
500mm
DYNAMIC CONE PENETROMETER TEST (AS1289, 6.3.2, 1997) Drawn /
Tested: A. Johnson Figure
325 sq.mm Cone - 9 kg Weight Falling 510 mm Checked: 17
TEST LOCATION: ADJACENT TO BOREHOLE NO. 14 ( REFER TO FIGURE 1
)
0 0.5 1 1.5 2 2.5 3
1.25 - 1.50
1.00 - 1.25
0.75 - 1.00
0.50 - 0.75
0.25 - 0.50
0.00 - 0.25
PENETRATION RESISTANCE (Blows/25mm)
DE
PT
H I
NT
ER
VA
L (
me
tre
s)
-
1300 Cape Otway Road, Modewarre
APPENDIX ALaboratory Testing Results
-
PRoJEGT: l.tou tto. 118578I A.S. JAMES prv.rro
J ffi?E:T:",1,"=l:n#"""Cape Otway Road
Modewarre lRePort No. 1001
15 Libbett Av Clavton South Date 16-Nov-17
60082
CBR 1
4.5
CLAY, Silty, Dark Grey, Black
08-Nov-1 798o/o Standard
Soaked for 4 Days
FOR Daryl Pelchen Architects Pty Ltd51 Leicester StreetCARLTON
3053
Sample Number:Location:
Depth: (m)Surcharge Mass: (Kg)Sample Description:
Date Of Test:Compaction Type Used:Material Retained on 19mm
Sieve:(%)Sample Condition:Dry Density of Specimen: (Um3):-Before
Soaking::-After Soaking:Maximum Dry Density: (Um3)Optrmum Moisture
Content: (%)Liquid Limit / Method DeterminedCuring Time of
MaterialDensity Ratio:Moisture Ratio:Moisture Content::-Before
Soaking:
(Hrs)(%)("/")(%)(%)
:-After Soaking: (Yr):-Top 30mm After Penetration:
(%):-Remainder After Penetration: (%)Swell : (%)Galifornia Bearing
Ratio: (%)2.5mm:5.0mm:Adopted CBR:
35.240.951.835.1
5.5
1.5'1.0
26.729.936.527.23.5
2.01.
2.0
Notes: Testing Carried Out On Samples As Supplied
./\,NATAY
Accredited for compliance with ISO/IEC 17025 - Testing
Accreditation No. 934
60083
CBR 2
4.5CLAY, Silty, Dark Grey, Orange
Brown08-Nov-1 7
98% Standard
Soaked for 4 Days
1.301.241.3335.5
>50 o/o Estimated72
98.0100.0
1.521.471.5527.0
>50 o/o Estimated72
98.099.5
B.Wynne (Dip Lab Tech.)
TESTED BY : T.Hewitt
REPORTED BY: B.
DETERMINATION OF CALIFORNIA BEARING RATIO
PER AS1 289 .1 .1 (5.4),2.1.1,5. 1 . 1,5.4. 1,6. 1 . 1,
A.S. James Form No. LR003,FlG 1, Rev 13, 4107117
-
PROJECT: lJob No. 118578
I A.S. JAMES prv.rroJ ffi?ff^i:'.1,:#1"""
Cape Otway Road
Modewarre lRePort No. L001-1
15 Libbett Av Clayton South Date 16-Nov-17
60084
CBR 3
4.5
CLAY, Silty, Dark Grey
1 3-Nov-1 798% Standard
Soaked for 4 Davs
FOR
Sample Number:Location:
Depth: (m)Surcharge Mass: (Kg)Sample Description:
Date Of Test:Compaction Type Used:Material Retained on 19mm
Sieve:(%)Sample Condition:Dry Density of Specimen: (Um3):-Before
Soaking::-After Soaking:Maximum Dry Density: (Um3)Optimum Moisture
Content: ('/")Liquid Limit / Method DeterminedCuring Time of
MaterialDensity Ratio:Moisture Ratio:Moisture Content::-Before
Soaking::-After Soaking:
(Hrs)(%)("/")
(%)(%)('/")
:-Top 30mm After Penetration: (%):-Remainder After Penetration:
(%)Swell : (%)California Bearing Ratio: (%)2.5mm:5.0mm:Adopted
GBR:
Daryl Pelchen Architects PtY Ltd51 Leicester StreetCARLTON
3053
25.428.835.026.33.0
2.015
23.227.326.323.71.0
Notes: Testing Carried Out On Samples As Supplied
./\,NATA Accredited for compliance with ISO/IEC 17025
- Testing
Accreditation No. 934
60085
CBR 4
4.5
CLAY, Silty, Dark Grey Brown
08-Nov-1798o/o Standard
Soaked for 4 Days
1.481.441.5126.0
>50 % Estimated168
98.598.5
1.561.541.5823.5
35-50 % Estimated72
98.598.5
5.0m5.0
B.Wynne (Dip Lab Tech.)
TESTED BY : T.Hewitt
REPORTED BY: B'
DETERMINATION OF CALIFORNIA BEARING RATIO
AS PER AS1289 .1.1(5.4),2.1 .1,5.1.1,5.4.',t,6.1.1,
A.S. James Form No. LR003,FlG 1, Rev 13, 4107117
-
lloo trto. 118578I A.S. JAMES prv.r-ro
J ffi?E:'i:",1;{:nJ;"""Cape Otway Road
Modewarre lRePort No. L001-2
15 Libbett Av Clayton South Date 16-Nov-17
60086
CBR 5
4.5
CLAY, Silty, Sandy, GreY Brown
08-Nov-1 798o/o Standard
Soaked for 4 Davs
FOR
Sample Number:Location:
Depth: (m)Surcharge Mass: (Kg)Sample Description:
Date Of Test:Compaction Type Used:Material Retained on 19mm
Sieve:(%)Sample Condition:Dry Density of Specimen: (Um3):-Before
Soaking::-After Soaking:Maximum Dry Density: (Vm3)Optimum Moisture
Content: ("/")Liquid Limit / Method DeterminedCuring Time of
MaterialDensity Ratio:Moisture Ratio:Moisture Content::-Before
Soaking::-After Soaking:
(Hrs)
e/")(%)(%)("/")(%)
:-Top 30mm After Penetration: (%):-Remainder After Penetration:
(%)Swell : e/")California Bearing Ratio: (%)2.5mm:5.0mm:Adopted
GBR:
Daryl Pelchen Architects PtY Ltd51 Leicester StreetCARLTON
3053
21.322.923.921.81.0
4.5
-4.0
Notes: Testing Carried Out On Samples As Supplied
./\,NATAv Accredited for compliance with ISO/lEC 17025 -
TestingAccreditation No. 934
1.621.601.6521.5
35-50 % Estimated72
98.099.5
B.Wynne (Dip Lab Tech.)
TESTED BY : T.Hewitt
REPORTED BY: B'
TERMINATION OF CALIFORNIA BEARING RATIO
PER AS1 289 .1 .1 (5.4),2.1.1,5. 1 . 1,5.4.',l,6. 1 . 1,
S. James Form No. LR003,FlG 1, Rev 13, 4107117
-
Managing Director: T.J. Holt BEng MIEAust CPEng EC-1022
A.S.JAMESA.C.N. 004 584 534 A.B.N. 40 004 584 534Geotechnical
EngineersSINCE 1963
PTYLTD
RS: Env Eng 18 December 2017
MACLEOD CONSULTING
Suite D, 450 Chapel Street,
SOUTH YARRA VIC 3141
Attention: Ken MacLeod Ref: 118578 E1
Dear Sir,
Re: Preliminary Acid Sulfate Soil Testing: 1300 Cape Otway Road,
Modewarre Victoria 3240
A.S. James was requested by Mr Ken MacLeod of Macleod Consulting
to undertake preliminary acid sulfate
soils analysis of three soil samples retrieved from locations
indicated in Figure 1 attached. The analytical
results were screened against the following tables and
criteria.
Acid Sulphate Soils
The Victorian EPA Publication 655.1 Acid Sulphate Soil &
Rock provides guidance when potentially
disturbing soil, sediment, rock &/or groundwater in order to
classify & manage acid sulphate soils &
rock. This document can be accessed through the Victorian EPA
website.
Victorian EPA Publication 655.1 identifies that Acid Sulphate
Soils may be present in one of two forms:
Potential Acid Sulphate Soils (PASS) – Contains un-oxidised
metal sulphides which can produce
sulphuric acid if oxidised by disturbance.
Actual Acid Sulphate Soils (AASS) – Is PASS that has been
exposed to oxygen & water & has
become acidic.
For the purposes of the initial pH screening, the Victorian EPA
Publication 655.1 provides an
interpretation of the field pH results & likelihood of ASS
being present. The table below is a
reproduction of Table 2 of the guidance document.
BALLARAT OFFICE:P.O. Box 1319Bakery Hill Vic 3354Tel: 03 5333
5911Fax: 03 5333 5925
VIC HEAD OFFICE:15 Libbett AvenueClayton South Vic 3169Tel: 03
9547 4811Fax: 03 9547 [email protected]
S.A. OFFICE:1/12 Theen AvenueWillaston SA 5118Tel: 08 8522
1632
-
Preliminary Acid Sulfate Soil Testing 18 December 20171300 Cape
Otway Road, Modewarre Victoria 3240 Ref: 118578 E1
Managing Director: T.J. Holt BEng MIEAust CPEng EC-1022 2
Field pH(pHf)
OxidisedFiled pH(pHfox)
Change in pHon oxidation
ReactionRate
Action Required
≥5.0 ≤5.0 ≤2Low (1) or
Medium (2)
If no other field indicators or acid sulphate
risk indicators are present, no further action
is required
>4.0 & 3.0 & 2Medium (2) or
High (3)
PASS may be present, further assessment is
required
≤4.0 ≤3.0 1000 tonnes)
(%S) (Oven-
dry basis
Mol H+ / tonne
(Oven-dry basis)
(%S) (Oven-
dry basis
Mol H+ / tonne
(Oven-dry basis)
Sands to Loamy
Sands40 0.1 62 0.03 18
Table 2: Texture Based Action Criteria for Classification of
Acid Sulphate Soil Extract from
Victorian EPA Publication 655.1
Victorian EPA Publication 655.1 however, does not provide
guidance on differentiating between AASS
& PASS. The Department of Sustainability & Environment
(2010) Victorian Best Practice Guidelines
for Assessing & Managing Coastal Acid Sulphate Soils,
indicates that AASS has a pH
-
Preliminary Acid Sulfate Soil Testing 18 December 20171300 Cape
Otway Road, Modewarre Victoria 3240 Ref: 118578 E1
Managing Director: T.J. Holt BEng MIEAust CPEng EC-1022 3
Main Criteria Supporting Criteria
ClassificationTitratable Actual
AcidityNet Acidity pH-KCL pH-Ox Change in pH
≥ Site Criteria - ≤ 4.0 ≤ 3.0 - AASS
< Site Criteria ≥ Site Criteria > 4.0 & ≤ 5.0 > 3.0
& ≤ 5.0 ≥ 2 PASS
< Site Criteria < Site Criteria > 5.0 > 5.0 <
2Not an AASS or
PASS
Site is 62 mol H+ / tonne based on soil texture & volume of
soil proposed to be disturbed
Table 3: Acid Sulphate Soils Classification System
The Victorian EPA published (by Government Gazette) in 1999 the
Industrial Waste Management Policy
for Waste Acid Sulfate Soils (IWMP (WASS)) (GoV, 1999) provides
specific guidance on the
identification, assessment and management of Acid Sulfate Soils.
A summary of key aspects of this
IWMP (WASS) are presented in EPA Information Bulletin 655.1 Acid
Sulfate Soil and Rock (EPA, 2009).
EPA Publication 655.1 provides a summary of the requirements for
managing the disposal and re-use of
acid sulfate soils, and provides guidance to landowners,
developer, consultants and other people involved
in the disturbance of soil, sediment, rock and/or groundwater
regarding identification, classification and
management of ASS. Best Practice measures consistent with the
objectives of the IWMP (WASS) have
been published by the Department of Sustainability and
Environment (DSE) within the Victorian Coastal
Acid Sulfate Soils Strategy (CASS strategy) dated July 2009
(DSE, 2009) and within the Victorian Best
Practice Guidelines for Assessing and Managing Coastal Acid
Sulfate Soils (BPMG) dated October 2010)
(DSE, 2010). CASS strategy aims to provide guidance to help
protect the environment, humans and
infrastructure from the adverse impacts associated with CASS
disturbance. The BPMG was produced to
guide landowners, developers, planners and decision makers
through the risk identification, assessment
and decision making process about the most appropriate way to
manage CASS. The guidance within the
CASS strategy and BPMG must be undertaken in accordance with the
protection of beneficial uses of the
environment, as described in the SEPPs.
Laboratory Results
Review of the analytical results indicate that no PASS or ASS
were present within the soils analysed.
Further sampling and analysis is recommended in line with the
sampling frequency recommended in Table 1
of EPA Victoria Information Bulletin 655.1 Acid Sulfate Soil and
Rock (EPA, 2009).
As discussed previously with Mr Loader, access to the site is
considered poor at present due to wet
conditions present on site. Should further sampling and analysis
be required, it is recommended that
intrusive investigation not be undertaken until mid to late
February to allow for drier site conditions.
-
Preliminary Acid Sulfate Soil Testing 18 December 20171300 Cape
Otway Road, Modewarre Victoria 3240 Ref: 118578 E1
Managing Director: T.J. Holt BEng MIEAust CPEng EC-1022 4
Limitations of Assessment
Further sampling and analysis of the soils from the fill
material are considered likely to produce results
varying slightly from those reported in this document, and in
all probability the occurrence of localised areas
containing higher levels of contamination may be possible. This
is considered to be inherent in any
sampling programme in which the entire extent of the area is
represented by a very small total volume of
excavated material used for analytical testing.
This report has been prepared only for Macleod Consulting and
its subcontractors. Any reliance assumed by
other parties on this report shall be at such parties’ own risk.
Any ensuing liability resulting from use of this
report by other parties cannot be transferred to A.S. James Pty
Ltd. This report pertains only the areas of fill
material identified to us for sampling for offsite disposal and
does not offer any conclusions as to the quality
of the soil or groundwater for the beneficial use of the site as
a whole.
Any reuse of the fill material on another site is at the risk of
the receiver.
Under no circumstance shall this report be reproduced unless in
full.
Yours faithfully,
Rory Summerville (BEng (Hons), MSc EnvEng, MEIANZ) Tim J HOLT
BEng MIEAust CPEng EC-1022Environmental Engineer Managing
DirectorA.S. JAMES PTY LTD A.S.JAMES PTY LTD
X:\Rory S\Environmental Reports\118578 E1\118578
Modewarre.doc
-
LEGEND CHECKED:DRAWN:
T. HoltR. Summerville
Borehole Locations - 1300 Cape Otway Road,Modewarre, Victoria
3240
SOURCE: Nearmap & Site Inspection Figure 1
1300 Cape Otway Road,Modewarre, Victoria 3240
JOB:
Job No: 118578 E1 Date: 18 Dec 17
Geotechnical EngineersA.S. JAMES PTY LTD
A4
A.S James does not warrant the accuracy or completeness of the
information displayed within this figure and any person using it
does so at thier own risk. A.S James shall bear noresponsibility or
liability of any errors , faults, defects or omissions in
information. The above is for indicative purposes only & is not
to scale.
Denotes approximate borehole location
BH1
Denotes approximate site boundary
BH2
BH3
-
CHAIN OF CUSTODY Melbourne Office: Bendigo Office: Geelong
Office: Wangaratta Office: Traralgon OfficeALS Water Resources
Group 22 Dalmore Drive Gate 6 Sharon Street, 49 Carr Street, 42
Faithful Street, 4/55 Hazelwood Rd,
AB Scoresby VIC 3179 La Trobe University,Geelong VIC 3220
Wangaratta VIC 3678 P 0 Box 1489
Phone: 03 8756 8000 Bend igo VIC 3550 Phone: 03 5226 9249 Phone:
03 5722 2688 Traraigon VIC 3844Fax: 039763 1862 Phone: 035444 7590
Fax: 03 5229 0242 Fax: 03 5722 4727 Phone:03 51764170Email: Fax: 03
5444 7895 Email: Mobile: 0419 007 749 Fax: 03 5176 4473
Page ........ of... 1 melbourneecowise.com.au
bendiqotecowise.com,au geelonoew1se.com.au
EmaUwaflQarattaecowise,com.au Email:
Client: A.S JAMES PTY. LTD. Job Ref: 118578Contact: Rory
_SummerviUe TESTS REQUIREDAddress: 15 LIBBETT AVENUE, CLAYTON
SOUTH, VIC, 3169
Phone: 95474811 1 Fax: 195475393.L..............
Email: [email protected] 8
Plo No−− −
Quote No SC12301177A Time: 5 Day
___No of Date Time C16Sampler Sample Description Containers
Sampled sampled Matrix
AJ SOIL 1 4/12/17 x2 A i SOIL 1 4/12/17 x
Ai SOIL 1 4112/17 x
ocial Instructions:
R e l i n q u i s h e d B y : Company: Date: Time: Received By:
Company: Date: Time:A.S. James 51h o f December
is for recording of sample data after prior consultation with an
analyst regarding sampling procedures and does not over−ride
pricing LAB USE ONLY Sample conditions: Samples received undamaged
[Ye$INO]its, OHS requirements and our terms and conditions. Samples
adequately preserved VS5INOI
cupatlonai Health and Safety consideration, It is a requirement
of ALS Water Resources Group that all samples received be undamaged
and Samples within recommended holding times: [Yes/No]Ice given in
writing of any potential health risks. Samples transported at
appropriate temperature (YesINol
)ocument: VIC−0F002 Authoriseci by: K Moulding 1 of 1 Release
date: 29/03/10
17-5362517-53625
-
CERTIFICATE OF ANALYSIS
Date Issued: 15-Dec-2017
Page 1 of 5
Rory SummervilleContact:
663577
Client:
17-53625Batch No:Final Report
15 Libbett Avenue
CLAYTON SOUTH VIC 3169
Address:
AS James Pty Ltd
Client Program Ref: 118578
ALS Program Ref: ASJAMES
Page
Contact: Brad Snibson
Client Manager
[email protected]
Caribbean Business Park, 22 Dalmore Drive, Scoresby, VIC
3179
Scoresby Laboratory
03 8756 800003 9763 1862
Address
Date Sampled:
05-Dec-2017Date Samples Received:
04-Dec-2017
PO No: Not Available
Laboratory
PhoneFax
The sample(s) referred to in this report were analysed by the
following method(s) under NATA Accreditation No. 992.
The hash (#) below indicates methods not covered by NATA
accreditation in the performance of this service .
Analysis Method Laboratory Analysis Method Laboratory Analysis
Method Laboratory
AS 4969 ScoresbySPOCAS QASSIT-ASS H.1.2-3
ScoresbySPOCAS Field
Tests
#
Late Sample Arrival - SPOCAS[5455646,5455647,5455648]
Analysis conducted outside holding time due to late arrival or
delayed extraction/analysis. Based on APHA, VICEPA, AS &
NEPM
Signatories
These results have been electronically signed by the authorised
signatories indicated below. Electronic signing has been carried
out in compliance with procedures specified in
21 CFR Part 11
Legionella species refers to Legionella species other than
Legionella pneumophila
Name Title Name Title
Chatura Perera Team Leader Nutrients
Measurement Uncertainties values for your compliance results are
available at this link
RIGHT SOLUTIONS | RIGHT PARTNER Page: Page 1 of 5
https://www.alsglobal.com/au/services-and-products/environmental/laboratory-downloads/client-downloads/
-
17-53625Batch No:
Client Program Ref: 118578
Report Number: 663577
Page 2 of 5
AS James Pty LtdClient:
Page:
LOR = Limit of reporting. When a reported LOR is higher than the
standard LOR, this may be due to high moisture content,
insufficient sample or matrix interference.
CAS Number = Chemistry Abstract Services Number. The analytical
procedures in this report ( including in house methods ) are
developed from internationally recognised procedures such as those
published by USEPA, APHA and NEPM.
Sample No.
Client Sample ID
Sample Date
Sample Type
5455646 5455647 5455648
BH1 BH2 BH3
04/12/17 04/12/17 04/12/17
SOIL SOIL SOIL
Analysis Analyte CAS # LOR
SPOCAS pH of KCl extract pH_KCl
-
17-53625Batch No:
Client Program Ref: 118578
Report Number: 663577
Page 3 of 5
AS James Pty LtdClient:
Page:
Sample No.
Client Sample ID
Sample Date
Sample Type
5455646 5455647 5455648
BH1 BH2 BH3
04/12/17 04/12/17 04/12/17
SOIL SOIL SOIL
SPOCAS Net Acidity (Acidity Units) a-NetAcidity mol H+/tonne 0.0
6.0 10
SPOCAS Liming Rate (based on FF of 1.5) LR kg CaCO3 / t 0.0 0.0
1.0
SPOCAS Field
Tests
Field pH pH_FIELD
-
17-53625Batch No:
Client Program Ref: 118578
Report Number: 663577
Page 4 of 5
AS James Pty LtdClient:
Page:
QUALITY CONTROL - DUPLICATESQC Data for duplicates is calculated
on raw 'unrounded' values. Laboratory duplicates are randomly
selected samples tested by the laboratory to maintain method
precision and provide
information on sample homogeniety.
RPD = Relative Percentage Difference for duplicate
determinations. RPD’s that fall outside the general acceptance
criteria will be attributed to non-homogeneity of samples or
results of
low magnitudes.
NCP: Non-Customer Parent (sample quality is representative of
the analytical batch but the sample that was QC tested belongs to a
customer not pertaining to the report.)Sample Value Duplicate Value
% RPD Lab Sample ID Client Sample ID Analysis Analyte
5459246 BH3 SPOCAS Field Tests Field pH Units 7.0 7.0 0.1
5459246 BH3 SPOCAS Field Tests Field pH of Peroxide extract
Units 5.7 5.7 0.2
5459246 BH3 SPOCAS Field Tests Reaction Rate Slight Slight
NA
5471515 BH3 SPOCAS pH of KCl extract Units 6.9 6.9 0.0
5471515 BH3 SPOCAS pH of Peroxide extract Units 4.5 4.5 0.0
5471515 BH3 SPOCAS Titratable Actual Acidity mol H+/tonne
-
17-53625Batch No:
Client Program Ref: 118578
Report Number: 663577
Page 5 of 5
AS James Pty LtdClient:
Page:
Sample Value Duplicate Value % RPD 5471515 BH3 SPOCAS Acidity -
Acid Reacted Magnesium mol H+/tonne 18